HomeMy WebLinkAbout20080427 Ver 1_More Info Received_20080709WILKES DEVELOPMENT COMPANY LLC
529 Main Street
Z North Wilkesboro, NC 28659
(336) 838-2500
July 8, 2008
Ian McMillan
NCDENR - Division of Water Quality
1650 Mail Service Center
Wetlands/401 Certification Unit
Raleigh, NC 27699
Reference: 0.32 Acres Isolated Wetlands
Near U.S. Hwy 421
Wilkesboro, NC
Dear Ian,
As requested by Steve Tedder of the NCDENR Division of Water Quality, enclosed is the Stormwater
Management Plan (SMP), BMP Supplement Form, and supporting calculations for the 1.94 acre
Gateway Avenue property located west of Wilkesboro, NC. The SMP is designed to remove 85
percent TSS from the stormwater generated by this project. All BMPs were designed in accordance
with the most recent version of the NC Division of Water Quality BMP manual.
Please review at your earliest convenience and let me know if any additional information is required.
You can reach me on my mobile phone anytime at 336-984-6602.
Sincerely,
C. Neil Shepherd,
Member
copy: Roger Smithey, Member
Jon Swaim, Blue Ridge Engineering
r= (;:;? r723 ?
JUL 9 2006
DENR. WATER QU?UJ'I'y
WETLANDS AND 3T6RMWATER BRANCH
STORMWATER SYSTEM
ANALYSIS AND REPORT
Project: 1.94 Acres
Gateway Avenue
Reddies River Township, Wilkes County, NC
Prepared for: Wilkes Development Company, LLC
529 Main Street
North Wilkesboro, NC 28659
Date:
Prepared by:
July 8, 2008
BLUE RIDGE
ENGINEERING PLLC
529 Main Street
North Wilkesboro, NC 28659
(336) 838-2500
(336) 838-4179 fax
JUL 9 2008
DENR - WATER OUAUIY
WETLANDS AND STORMWATER BRANCH
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Introduction
The proposed commercial retail project is situated north of U.S. Highway 421 west of Wilkesboro, in Wilkes
County, NC. Access to the site is provided by Gateway Avenue, a private street. The site includes
approximately 1.94 acres. The property is currently vacant. The property is zoned for commercial
development. The project is located in a Class IV watershed. The project involves the proposed disturbance
of 0.32 acres of wetlands. There are currently no local stormwater detention ordinances applicable to this
site. The site drains to an un-named tributary to the Yadkin River which is classified as a Class WS-IV water
by NCDENR with Stream Index #12-(34).
To mitigate impacts to water quality, a stormwater detention pond is proposed and has been designed in
accordance with the NCDWQ Stormwater BMP Manual. Rainfall data was taken from Point Precipitation
Frequency Estimates from NOAA Atlas 14. Stormwater run-off was calculated utilizing Hydraflow
Hydrographs 2009 software and the SCS Standard storm.
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Pre-Developed Conditions
The current use of the property within the project limits is vacant land. The last use was agricultural grazing.
Scattered wooded areas are also present on the site. The prevalent soils on site are Pacolet-Rion according to
the Wilkes County Soil Survey. These soil types have a Hydrologic Soil Group (HSG) classification of "B". The
site drains to the southeast corner of the property where stormwater enters an existing drainage pipe.
Stormwater run-off from the north also flows into the existing drainage pipe. Existing conditions are summarized
below.
Pre-Developed Conditions
Drainage Area #: #1
Subject Area, (acres): 1.94
Impervious Area, (acres): 0
HSG Soil Group: B
SCS Curve Number: 69
Time of Concentration, (min): 2.8
1-yr Peak Flow, (cfs): 2.365
2-yr Peak Flow, (cfs): 3.793
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Post-Developed Conditions
The post-developed conditions will consist of a commercial retail building, and associated streets, drives,
parking, landscaping, and detention pond. In the post-developed condition studied in this report, impervious
surface areas are equal to 70% of the land area. The off-site run-off is considered to be maintained in existing
storm drainage piping and not allowed to flow onto the subject site. Post-developed conditions are summarized
below using the same methodology as for the pre-developed conditions.
Post-Developed Conditions
Drainage Area #: #1
Subject Area, (acres): 1.94
Impervious Area, (acres): 1.35
SCS Curve Number: 87
Time of Concentration, (min): 2.3
1-yr Peak Flow, (cfs): 2.258
2-yr Peak Flow, (cfs): 3.709
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Post-Developed Storm Water Release Rates
As previously stated, development of this type increases the volume and rate of runoff from the pre-developed
conditions. This increase must be mitigated so as not to cause a negative impact to the downstream conditions.
The detention system was designed utilizing orifices to control and reduce the post-developed 1-yr and 2-yr
flows to below pre-developed rates. An emergency overflow weir was utilized to release the 10-yr storm without
overflow flooding conditions.
Drainage Area #1
A new detention pond with outlet control structure will be installed in the southeastern portion of the site and
utilized to store and release stormwater such that the rate of release does not exceed pre-developed conditions.
Drainage Area #1 1-yr 2-yr
Detention Storage, (cf): 4,648 5,814
Pre-developed Peak Flow, (cfs): 2.365 3.793
Post-Developed Peak Flow, (cfs): 2.258 3.709
The resulting release rates for the 1-yr and 2-yr storm events, shown above, are lower than the pre-developed
rates.
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Storm Drainage Piping
Storm drainage piping has been designed utilizing HyrdaFlow Storm Sewers 2009 software which computes
peak flows using the Rational Method. Hydraulic capacity of storm drain piping is designed to convey the flow
from a calculated 10-yr storm event. Less frequent, higher volume storms may surcharge the piping system,
but should recede quickly due to the capacity of the detention systems and corresponding lower hydraulic
elevation at the pond and underground storage. (See attached exhibits and summary tables.)
Conclusions
This drainage report examines all known and reasonable conditions for this site. Based on this design, a net
reduction in storm water run-off release rates will occur for the 1-yr and 2-yr calculated storm events. No
detention will occur on any paved areas for the 1-yr and 2-yr calculated storm events. The detention pond has
' been designed to remove 85% total suspended solids in accordance with the NCDWQ Stormwater BMP
Manual. Therefore, it is our opinion that this plan provides sufficient mitigation to address the impacts to
stormwater run-off for development of this property.
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' Permit No.
(to be provided by DWQ)
AFMAW
ga
WDEHR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
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I. PROJECT INFORMATION
Project name Porter's Neck Crossing
Contact person M. Devin Staley
Phone number 336-838-2500
Date 7/8/2008
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 84,506.00 ft2
Impervious area 59,154.00 ft2
% impervious 70.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
5,774.60 ft3
8,993.00 ft3
in
ft3
ft3
ft3
ft3
24.00 in
69.00 (unitless)
87.00 (unitless)
2.96 in/hr
2.37 ft3/sec
0.36 ft3/sec
-2.01 ft3/sec
1,100.33
1,101.33 ft
1,108.83 It
1,109.33 ft
1,096.00 It
1,109.83 ft
1,111.34 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
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Permit No.
(to be provided by DWQ)
Il. DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 2.05 (unitless)
Surface area at the bottom of shelf 733.00 ft2
Volume at the bottom of shelf 6,808.00 ft3
Permanent pool, surface area required 1,967.00 ft
Permanent pool, surface area provided 1,967.00 ft O K
Permanent pool volume 9,827.00 ft3
Average depth for SA/DA tables 5.00 ft OK
Surface area at the top of shelf 2,792.00 ft2
Volume at the top of shelf 11,306.00 ft3
Forebay volume 1,960.00 ft3
Forebay % of permanent pool volume 19.95 % OK
Temporary pool, surface area provided 5,016.00 ft2
Drawdown Calculations
Treatment volume drawdown time 2.50 days OK
Treatment volume discharge rate 0.01 ft3/s
Pre-development 1-yr, 24-hr discharge 2.37 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.04 ft3/s OK
Additional Information
Diameter of orifice 1 in
Design TSS removal 85 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.00 :1 OK
Length to width ratio 3.00 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.00 It OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? N (Y or N) Need a recorded drainage easement
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies PUMP OUT
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
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Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION`,.
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 1,,,, N/
North Carolina 36.1511 N 81.1983 W 1197 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon Jul 7 2008
Confidence Limits Location Mans 11 Other Info_ If S data Maw;Heln l? ??, ll SMan
Precipitation Intensity Estimates (in/hr)
AEP*
(1-in- 10
5 min min
4.64 3.71 15
min
3.11 30 60 120 4 7 10
min min min 3 hr 6 hr 12 hr 24 hr 48 hr da da da
2.15 1.35 0.79 0.57 0.36 0.22 0.14 0.08 0.05 0.03 0.02 20 30 45 60
da da da da
0.02 0.01 0.01 0.01
5 5.83 4.67 3.94 2.80 1.79 1.06 0.76 0.48 0.30 0.19 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10
- 6.63 5.30 4.47 3.24 2.11 1.26 0.91 0.56 0.35 0.22 0.13 0.07 0.05 0.04 0.02 0.02 0.01 0.01
I 25
F 7.61 6.06 5.12 3.79 2.53 1.53 1.10 0.68 0.41 0.27 0.16 0.09 0.05 0.04 0.03 0.02 0.02 0.01
50 8.32 6.62
- 5.59 4.21 2.85 1.74 1.26 0.78 0.47 0.30 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
l 100 9.04 7.18
F 6.05 4.63 3.19 1.97 1.43 0.88 0.52 0.34 0.20 0.11 0.07 0.05 0.03 0.02 0.02 0.02
200 9.76 7.74 6.51 5.07 3.55 2.22 1.62 0.99 0.58 0.38 92 0.12 0.07 0.05 0.03 0.03 0.02 0.02
500 10.73 8.49 7.12 5.67 4.06 2.58 I -1 1.89 1.14 0.65 0.43 0.25 0.13 0.08 0.06 0.04 0.03 0.02 0.02
1000 11.51 9.06 7.58 6.14 4.48 2.88 2.11 1.27 0.72 0.47 0.27 0.14 0.09 0.06 0.04 0.03 0.02 0.02
These precipitation frequency estimates are based on an annual maxima series AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
AEP** 5 10 15 30 60 120 3 6 12 24 48
7 10 20 30 45 60
(1-in- min min min min min min hr hr hr hr hr day day
Lda
Y) day day day day
0 5.06 4.05 3.39 2.34 1.47 0.86 0.62 0.39 0.24 0.15 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
6.36 5.09 4.30 3.05 1.96 1.16 0.84 0.52 0.32 0.20 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
10 7.24 5.79 4.88 3.53 2.30 1.37 0.99 0.62 0.38 0.24 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
25 8.33 6.64 5.61 4.16 2.77 1.67 1.21 0.75 0.45 0.29 0.17 0.09 0.06 0.04 0.03 0.02 0.02 0.02
50 9.16 7.29 6.15 4.63 3.14 1.92 1.40 0.86 0.51 0.33 0.19 0.10 0.06 0.05 0.03 0.02 0.02 0.02
100 10.03 7.97 6.72 5.14 3.54 2.19 1.60 1 -1 0.97 0.57 0.37 0.21 0.12 0.07 0.05 0.03 0.02 0.02 0.02
200 10.96 8.68 7.30 5.69 3.99 2.49 1.83 1.11 0.64 0.41 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
500 12.23 9.67 8.11 6.45 4.63 2.94 2.17 1.30 0.73 0.47 0.27 0.15 0.09 0.06 0.04 0.03 0.02 0.02
1000 13.28 10.46 8.75 7.09 5.17 3.33 2.47 1.47 0.81 0.52 0.30 0.16 0.09 0.07 0.04 0.03 0.02 0.02
I le uppe, uwnu ui me cvnuuence interval at au-/o commence ievei is the value wmcn o ,/o or the simulated quantae values for a given frequency are greater than.
These precipitation frequency estimates are based on an annual maxima series AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
II * Lower bound of the 90% confidence interval ?I
Prpcinitntinn intPncity Fetilini (irri l
AEP**
5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(1-in-
Y) min min min min min min hr hr hr hr hr day day day day day day day
? Iwl ?a ICI 4L??1 ai I tl yu I t??ul /? lul ?L lul ss lul z1 lul 1? IUI Us IU?JULJU?2JO??O?p?0LO1J0.01
http://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=am&state... 7/7/2008
Precipitation Frequency Data Server
1 5 115 35 114 113 112 111 110 110 110 110 110 110 110 110 110 110 110
10 6.06 4.84 4.08 2.96 1.93 1.14 0.82 0.52 0.32 0.20 0.12 0.07 0.04 0.03 0.02 0.02
25 6.87 5.47 4.63 3.43 2.28 1.37 0.99 0.62 0.38 0.24 0.14 0.08 0.05 0.04 0.02 0.02
F50 7.42 5.91 4.99 3.76 2.55 1.54 1.12 0.70 0.42 0.27 0.16 0.09 0.05 0.04 0.03 0.02
100 7.96 6.32 5.33 4.08 2.81 1.72 1.25 0.77 0.46 0.30 0.18 0.10 0.06 0.05 0.03 0.02
200 8.46 6.71 5.64 4.39 3.08 1.90 1.38 0.85 0.51 0.34 0.19 0.11 0.07 0.05 0.03 0.02
500 9.06 7.17 6.01 4.78 3.43 2.15 L57 0.96 I0.56 0.38 0.22 0.12 0.07 0.05 0.03 0.03
1000 9.51 7.49 97 5.07 3.70 2.35 1.72 1.05 0.61 0.42 0.24 0.13 0.08 0.06 0.04 0.03
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
* These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
t Text version of tables J
Annual Maxima based Point IDF Curves - Version: 3
36.1511 N 81.1953 W 1197 ft
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Page 2 of 4
• £ £ £ £ £ £ E L L L L L L L L L 7' =)N T a 7I 7r 7' ON 7- 7•
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s e m r r r i r r r r r a s a a a a
r r r r r r cu m y a m cu as v n Co r r i r r r r r r I
u? m u; m m m .. cu ch v m y . n m 10 m m u-1 m
001
- -" 0 `D m Duration
Mon Jul 07 15:55:05 2008
Maps -
Annual Exceedance Probability
C1-in-Y7
?r 100-year -
10-year -?- 500-year t
c_-year -?- 1000-year $-
http://dipper.nws.noaa.gov/cgi-bin/hdsc/buiIdout.perl?type=idf&units=us&series=am&state... 7/7/2008
Precipitation Frequency Data Server
170 "W 116-W 1 oo"'W
Other Maps/Photographs -
90 i W 80 W
70 W
_z
u-
z
a
z
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartographic Resources
Tiger.
M_ ap..Server.
Pleuve read disclrrinrer for more infinwmlion.
Page 3 of 4
LEGEND
- State - Connector
- County a; Stream
Indian Resv Military Area
Lake/PondlOcean National Park
Street Other Park
- Expressway }City
- Highway 0 C $un ty 6 .8 m i
Scale 1:228583 2
*average--true scale depends on mon6itor$ esoiution
View USGS digital orth-ophoto quadrangle (DOQ? covering this location from TerraServer; USGS Aerial Photograph may
also be available
From this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief
and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map.
Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
' general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations
used in this study,
please refer to our documentation.
Using the National Climatic Data Center's (NCDQ station search engine, locate other climate stations within:
I http://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?tYpe=idf&units=us&series=am&state... 7/7/2008
' Precipitation Frequency Data Server Page 4 of 4
' +/-30 minutes ...OR... +/-1 degree of this location (36.1511/-81.1983). Digital ASCII data can be obtained
directly from NCDC.
........ .. .............. ................_..
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
(301) 713-1669
Questions?: HDSC,QuesticnsQnoaa eov
' Digcl
http://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.Perl?tYPe=idf&units=us&series=am&state... 7/7/2008
[1,
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Precipitation Frequency Data Server
` POINT PRECIPITATION
Zff FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 36.15 N 81.2 W 1197 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Jan 3 2008
V, .?
Page 1 of 4
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 [4, 30 60 120 [h3 6 12 24 [!r 8 4 7 10 20 30 45 60
(years) min min min min min r hr hr hr day F ay day day day day day
1170.39 0.62 0.77 1.05 1.32 1.54 1.68 2.10 2.65 3.24 3.87 4.38 4.99 5.68 7.53 9.28 11.68 13.89
0 0.46 0.73 0.92 1.27 1.60 1.87 2.04 2.55 3.20 3.92 4.68 5.27 5.98 6.77 8.91 10.93 13.66 16.21
[0-54]E7 1.10 1.56 2.00 2.37 2.58 3.21 3.98 4.99 5.89 6.55 7.29 8.15 10.53 12.61 15.50 18.23
10 0.61 0.97 1.23 1.78 2.32 2.77 3.01 3.73 4.60 5.82 6.84 7.55 8.31 9.19 11.79 13.89 16.86 19.76
25 0.70 1.11 1.41 2.09 2.78 3.35 3.66 4.50 5.46 6.98 8.17 8.93 9.70 10.58 13.47 15.51 18.62 21.72
50 0.77 1.22 1.54 2.33 3.15 3.85 4.22 5.15 6.17 7.93 9.23 10.03 10.79 11.66 14.80 1511 6.7995 23.17
100 0.84 1.33 1.69 2.58 3.56 4.39 4.83 5.86 6.92 8.93 10.34 11.17 11.89 12.75 16.15 17.96 21.22 24.58
200 0.92 1.45 1.83 2.85 4.00 5.00 5.51 6.641F .71 9.97 11.51 12.36 13.04 13.85 17.51 19.16 22.47 25.94
500 1.02 1.62 2.04 3.24 4.65 5.90 6.56 E8118 8611.44 13.14 13.99 14.61 15.36 19.36 20.72 24.10 27.70
1000 1.11 1.75 2.20 3.56 5.19 6.69 7.46 8.82 9.81 12.63 14.47 15.30 15.86 16.58 20.80 21.92 25.32 29.01
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated auantile values for a aiven frequencv are areater than.
" I here precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval.
Please refer to the -documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** ?5 10 U15
Il [ 30 60 120 r hr hr day day M[?] 12 24 48 ?4 ?7 10 20 30 45 60
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?tYpe=pf&units=us&scries=Pd&statena... 1/3/2008
min min min min h day 11 day 11 day 11 day 11 day
Text version of table ? * These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Precipitation Frequency Data Server
Page 2 of 4
1 1? 0.33 0.52 0.65 0.89 1.1 l 1.29 1.41 1.78 2.25 2.72 3.27 3.72 4.32 4.98 6.69 8.35 10.62 12
0 0.39 0.62 0.78 1.07 1.35 1.57 1.71 2.15 2.72 3.29 3.95 4.48 5. l7 5.93 7.92 9.83 12.41 14
0 0,46 0.73 0.92 1.31 1.68 1.99 2.15 2.69 3.37 4.17 4.96 5.56 6.30 7.13 9.35 11.35 14.07 16
10 0.51 0.81 1.03 L50 1.95 2.31 2.49 3.12 3.88 4.86 5.74 6.39 7.17 8.04 10.44 12.47 15.30 17
25 0.57 0.92 1.16 1.72 2.29 2.75 2.98 3.71 4.56 5.80 6.82 7.53 8.33 9.22 11.89 13.90 16.84 19
50 0.62 0.99 1.25 1.89 2.56 3.10 3.37 4.18 5.08 6.54 7.66 8.41 9.22 10.12 13.00 14.96 18.00 21
100 0.67 1.06 1.34 2.05 2.82 3.46 3.76 4.65 5.60 7.32 8.52 9.32 10.12 11.02 14.11 15.98 19.09 22
200 0.71 1.12 L42 2.20 3.09 3.82 4.17 5.14 6.12 8.10 9.39 10.24 11.02 11.90 15.19 16.96 20.12 23
500 0.76 1.20 1.51 2.40 3.44 4.33 4.73 5.79 6.82 9.17 10.59 11.45 E2113 .07 16.62 18.23 21.43 24
1000 0.80 1.25 1.57 2.55 3.72 4.72 5.19 6.31 7.36 10.03 11.51 12.40 13.11 13.98 17.70 19.16 22.39 [25
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
** These precipitation frequency estimates are based on a artial-duration maxima series, ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Partial duration based Point Precipitation Frequency Estimates Version: 3
36.15 N 81.2 W 1197 ft
28
27 ..:
26 _.. T
25
24
23
22
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1 2 3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 500 700 1000
Thu Jan 03 16:19:43 2008 Average Recurrence Interval (years)
Duration
5-min 48-hr -?- 30-day -E-
1;7 4-day -+-
f ,'-d.3y - G'0_d.3i.J -iE--
30-rain $- 12-hr -+- 10-daq +-
60-ri 24-hr -a- 2 t1-da]A -?-
http://hdsc.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&units=us&series=pd&statena... 1/3/2008
Precipitation Frequency Data Server Page 3 of 4
Partial duration based Point Precipitation Frequency Estimates Version: 3
36.15 N 81.2 W 1197 #t
28
27
26
25
24
23
22
21
20
19
18
m 17
a 16
15
14
13
1 ^c
11
Q 10
9
0 8
ur
L 7
a 6
5
4
3
2
1
0
_ r
? .. ??lf
i ILI,
bP
1
?
..
_r.. ? ...E ? .. ....,_, ?_
. _ W%?• _._6_.
.y,.-x }
C C £ C C C r= L L L L L L L L L T 7' T 7. T 7. T 7' 7. T
I s t s t C t t _C t N N N N M M N N N N
s s E e E E m 1 ? 1 I I 1 1 I I ? ZS '6 ? a ? 'O ? ? ?
1 I 1 1 I I (U M •f' ?D 00 {y M 'V 1lD W I 1 1 I I I I I I I
IA CD Iri m m m -+ N M V M V Ir') h m V7 m m Ifl m
-+ -? M %0 m Duration '" " cu M V `°
Thu Jan 03 16:19:43 2008
Average Recurrence Interval
(gears)
2 -- 100 -
10 -a- 500 +
-x- 1000 -a-
Maps -
z
z
c
a
_z
c
a
a
_z
c
128-W 118-W 1oo-W 40"W Rew 70 "W
These maps were produced using a direct map request from the
US. Census Bureau Mapping and Cartographic Resources
Map Server.
Tiger.
http://hdsc.nws.noaa.gov/cgi-binJhdscibuildout.perl?type=pf&units=us&series=pd&statena... 1/3/2008
Precipitation Frequency Data Server
ril
I
Other Maps/Photographs -
Please read disclaimer Or more information.
LEGEND
Page 4 of 4
- State - Connector
- County Stream
E_Indian Resv Military Area
60,Lake/PondfOr-ean National Park
- Street Other Park
- Expressway City
- H ighway .0 C.$unty.6 .S mi
Scale 1:228583 114 .l gg
*average--true scale depens on mon6itor$ esolution
View_USGS digital orthophoto quadrangle (DOQ) covering this location from TerraServer; USGS Aerial Photograph
may also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities
of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
about observing sites in the area, regardless of if their data was used in this study. For detailed in formation about the
stations used in this study,
please refer to our documentation.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+/-30 minutes ...OR... +/-1 degree of this location (36.15/-81.2). Digital ASCII data can be obtained
directly from NCDC.
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
(301) 713-1669
Questions?: 11DSC.QicstionsCe noaa.&ov
Disclaimer
http://hdsc.nws.noaa.gov/egi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statena... 1/3/2008
Precipitation Frequency Data Server Page 2 of 4
L? 0.33 0.52 0.65 0.89 1.11 1.29 1.41 1.78 2.25 2.72 3.27 3.72 4.32 L
0 0.39 0.62 0.78 1.07 1.35 1.57 1.71 2.15 2.72 3.29 3.95 4.48 5.17 C
0 0.46 0.73 0.92 1.31 1.68 1.99 2.15 2.69 3.37 4.17 4.96 5.56 6.30
10 0.51 0.81 1.03 1.50 1.95 2.31 2.49 3.12 3.88 4.86 5.74 6.39 7.17 C
ZS 0.57 0.92 1.16 1.72 2.29 2.75 2.98 3.71 4.56 5.80 6.82 7.53 8.33 C
50 0.62 0.99 1.25 1.89 2.56 3.10 3.37 4.18 5.08 6.54 7.66 8.41 9.22
100 0.67 1.06 1.34 2.05 2.82 3.46 3.76 4.65 5.60 7.32 8.52 9.32 10.12
200 0.71 I. l2 1.42 2.20 3.09 3.82 4.17 5.14 6.12 8.10 9.39 10.24 11.02
500 0.76 1.20 1.51 2.40 3.44 4.33 4.73 5.79 6.82 9.17 10.59 11.45 12.20
1000 0.80 1.25 1.57 2.55 3.72 4.72 5.19 6.31 7.36 10.03 11.51 12.40 13.11
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a I
These precipitation frequency estimates are based on a partial duration maxima series. AM is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
98116 69 118 1?E 12 65
99 7.92 9.83 12.41][14 76
13 9.35 11.35 14.07 16.60
04 1 10.44 12.47 15.30 17.98
14.11
15.19
18.231121.43
are
Partial duration based Point Precipitation Frequency Estimates Version: 3
36.15 N 81.2 W 1197 ft
28
27
26 .-_-__?_ t
24
23
22 21 1 - - - f I
20 -
'T 7-
t
19
18
a 17
15 -
14u
13 t
12
10
c 9 - ? a ? f t X t 7 r ; I
X - i
6
5 ?r
_?_ - -
0
Duration
5-min 48-hr - 30-day -?{-
ti;..; iXX -t'Xr- -+-- 4-day
C, -.1 a'- -:f`--
317+-rain -e- 12-hr -+- 14=X-?1>: --
t.0-nXin 24-hr -? 0-c1 I-a-
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.pcrl?type=pf&units=us&series=pd&statcna... 1/3/2008
1 2 3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 500 700 1000
Average Recurrence Interval (years)
Thu Jan 03 16:19:43 2008
Precipitation Frequency Data Server
Page 3 of 4
Partial duration based Point Precipitation Frequency Estimates Version: 3
36.15 N 81.2 W 1197 ft
28
27 _
26
25
23 _. _ . _ .3 _.. ; ._. 6 ... _m.__.
22
c 21,?i??
t 20 v?1?I _ lv i?
19 t
18
a 17 i_ t( I i E ;
a 16
15
14
° 1 rI
13 r- -
12
10
a 3 ?' t
CL 6
5 .,----
4 7-
3 =- -°
0
C C C C C E L L L L L L L L L 71 7' T T 7• T T T 7- T
I £ £ £ £ £ £ £ £ £ +0 N N M N N N N M M
E E E E E ? m I 1 1 I I 1 I I I 'O ?? ? ? ? ? ? 'D 'ii
1 I I 1 I I N C} V ?D 00 N O6 V tiD W I 1 1 1 I I 1 1 I I
to (5) Y7 m I9 9 .-? •• N M V f?] Y7 h 9 Ifi m 0 V i 0
- -. M +D m Duration " N 0 V D
Thu Jan 03 16:19:43 2008
Average Recurrence Interval
(years)
1 --w-
100 -
10 -? 500 +
25 -K- 1000 -e-
Maps -
_z
2
i 20-W 110-- 100-W W w W w
: z
70 W
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping_and, Ca"raphic Resources
Tiger Map_Smer.
http://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&scries=pd&statena... 1/3/2008
t Precipitation Frequency Data Server
Other Maps/Photographs -
Please read disclaimerfor more ii formation.
LEGEND
Page 4 of 4
- State - Connector
- County , ; Stream
Indian Resv Military Area
LakelPond/Ocean National Park
- Street Other Park
Expressway City
- Highway a County 6 3 mi
Scale 1:228583
e 11
n
n
u
i
*average--true scale d
penls o
mo
itor resol
t
on
View USGS di iWtal orthonhoto quadrangle (DOO) covering this location from TerraServer; USGS Aerial Photograph
may also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities
of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the
stations used in this study,
please refer to our documentation.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+/-30 minutes ...OR... 1 degree of this location (36.15/-81.2). Digital ASCII data can be obtained
directly from NCDC. +/-
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
(301) 713-1669
Questions?: I I DS C. o u estio ns(d_ noaa.gov
Disclaimer
t htt ://hdsc.nws.noaa. ov/c i-bin/hdsc/buildout. erl? _ _ _
p S g p type pf&unlts us&sertes pd&statena... 1/3/2008
' North Carolina Waterbodies Listed by County
Note: Waterbodies are listed in more than one county if they cross county lines.
Report Date: 07/05/08
Records Found: 195
Search Parameters:
County: Wilkes
Class: %
SpDes: %
Name: %
Index#: %
Name of Stream Description Curr. Class Date Basin Stream Index #
' Wilkes County
' YADKIN RIVER From source to mouth C;Tr 04/15/63 Yadkin 12-(1)
in W. Kerr Scott
Reservoir at Elevation
1030
' YADKIN RIVER (W. From a point 3.2 mile WS-IV,B;Tr 04/01/99 Yadkin 12-(27.5)
Kerr Scot downstream of Stony
Reservoitr below Fork to W. Kerr Scott
Elevation 1030) Dam
' YADKIN RIVER (W. From mouth in W. Kerr B;Tr 04/01/99 Yadkin 12-(27)
Kerr Scott Scott Reservoir at
Reservoir below Elevation 1030 (1.4
Elevation 1030) mile downstream of
' Stony Fork) to a point
3.2 mile downstream of
Stony Fork
' YADKIN RIVER From W. Kerr Scott Dam WS-IV 08/03/92 Yadkin 12-(34) < -
to a point 0.4 mile
upstream of Tucker
Hole Creek
' YADKIN RIVER From a point 0.4 mile WS-IV;CA 08/03/92 Yadkin 12-(36.5)
upstream of Tucker
Hole Creek to Moravian
Creek (Town of
Wilkesboro water
' supply intake)
YADKIN RIVER From Moravian Creek to C 04/06/55 Yadkin 12-(38)
a point 1.0 mile
' upstream of Roaring
River
YADKIN RIVER From a point 1.0 mile WS-V 08/01/98 Yadkin 12-(45)
upstream of Roaring
River to a point 0.2
mile upstream of the
mouth of Big Bugaboo
Creek
YADKIN RIVER From a point 0.2 mile WS-IV 08/01/98 Yadkin 12-(47.5)
upstream of Big
Bugaboo Creek to a
point 0.9 mile
' upstream of mouth of
Elkin Creek (River)
South Yadkin
River From source to a point
0.6 mile upstream of WS-II;HQW 08/03/92 Yadkin 12-108-(1)
Alexander County SR
1456
'
Page 1 of 10
1
1
1
North Carolina Waterbodies Listed by County
Note: Waterbodies are listed in more than one county if they cross county lines.
Name of Stream Description
Report Date: 07/05/08
Records Found: 195
Search Parameters:
County: Wilkes
Class: %
SpDes: %
Name: %
Index#: %
Curr. Class Date Basin Stream Index #
Wilkes County
YADKIN RIVER From source to mouth C;Tr
in W. Kerr Scott
Reservoir at Elevation
1030
YADKIN RIVER (W. From a point 3.2 mile WS-IV,B;Tr
Kerr Scott downstream of Stony
Reservoir below Fork to W. Kerr Scott
Elevation 1030) Dam
YADKIN RIVER (W. From mouth in W. Kerr B;Tr
Kerr Scott Scott Reservoir at
Reservoir below Elevation 1030 (1.4
Elevation 1030) mile downstream of
Stony Fork) to a point
3.2 mile downstream of
Stony Fork
YADKIN RIVER From W. Kerr Scott Dam WS-IV
to a point 0.4 mile
upstream of Tucker
Hole Creek
YADKIN RIVER From a point 0.4 mile WS-IV;CA
upstream of Tucker
Hole Creek to Moravian
Creek (Town of
Wilkesboro water
supply intake)
YADKIN RIVER From Moravian Creek to C
a point 1.0 mile
upstream of Roaring
River
YADKIN RIVER From a point 1.0 mile WS-V
upstream of Roaring
River to a point 0.2
mile upstream of the
mouth of Big Bugaboo
Creek
YADKIN RIVER From a point 0.2 mile WS-IV
upstream of Big
Bugaboo Creek to a
point 0.9 mile
upstream of mouth of
Elkin Creek (River)
South Yadkin From source to a point WS-II;HQW
River 0.6 mile upstream of
Alexander County SR
1456
04/15/63 Yadkin 12-(1)
04/01/99 Yadkin 12-(27.5)
04/01/99 Yadkin 12-(27)
08/03/92 Yadkin 12-(34) <-
08/03/92 Yadkin 12-(36.5)
04/06/55 Yadkin 12-(38)
08/01/98 Yadkin 12-(45)
08/01/98 Yadkin 12-(47.5)
08/03/92 Yadkin 12-108-(1)
Page t of 10
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NCDENR Stormwater BMP Manual Chapter Revised 09-2W
Table 3-4
Hydrologic soil groups for soil types found in North Carolina (Malcom, 1989)
Alaga A Dragston D/C Louisa B Ridgeland C
Alamance B Dunbar D/B Louisburg B Rimini C
' Albany
Altavista C/A
C/B Duplin
Durham C/B
B Lucy
Lumbee A
D/C Roanoke
Rosman D
B
Americus A Dykes B Lynchburg C/B Rumford B
Appling B Edneyville B Lynn Haven D/C Ruston B
Ashe B Elbert D Madison B Ruttege D/B
Augusa C Elioak B Magnolia B Saluda C/B
' Avery B Elsinbom B Mantachie C/B Scranton D/B
Aycock B Enon C Manteo D Seneca C/B
Barclay C Eustis A Marlboro B Starr B
Barth C Exum C/B Masada B Sate B
' Bayboro D/C Faceville B Maxton B Suncook A
Bertie C/B Fannin B Mayodan B Surry B
Bibb D/B Fletcher B McColl D/C Talladega C
Bladen D/C Fuquay B Mecklenburg C Tallepooea C
' Blaney B Georgeville B Meggett D/C Tate B
Blanton A Gilead C Molens A Tatum B
Bowie B Goldsboro C/B Musella B Thurmont B
Braddock B Goldston C Myatt D/C Toccoa B
' Bradley B Granville B Nahuna C/B Toisnot C/B
Brandywine B Grover B Nason C Torhuna C/A
Brevard B Guin A Nixonton B Toxaway D
' Bucks
Buncombe B
A Gwinnett
Hartsells B
B Norfolk
Ochlockonee B
B Transylvania
Troup B
A
Burton B Hatboro D/C Ocilla C/B Tuckerman D/C
Byars D Hayesville B Olustee D/C Tusquitee B
Cahaba B Haywood B Onslow B Unison B
Cape Fear D/ B Helena C Orange D Vance C
Caroline C Herndon B Orangeburg B Varina C
Cartecay C Hiwassee B CIAN Vauduse C
Caaula C Hoffman C B Wadaboro B
Cell B Hulett B Factolus A Wagram A
Chandler B Hyde D/C Pamlico D/C Wahee D/C
Chastain D Invershiel C Pantego D/C Wake D
Cheater B Iredell D Pasquoank D/B Watauga B
Chesterfield B luka C Pelham D/C Wedowee B
Chewada C Izagora C Paler D
Cldpley C/A Johnston D/B Penn C/B
Clifton B Johus C/B Pinkston C
Codurus C Kalmia B Plummer D/B
' Colfax C Kenansville A PocaW A
Comus B Kershaw A Pocomoke D/B
Congaree B Kinston D/C Pomnello C/A
' Cowarts
Coxville C
D/C Lakeland
Leaf A
D/C Ponzer
Porters D/C
B
Craven C Lenoir D/B Portsmouth D/C
Davidson B Leon C/B Rabun B
Delanco C Liddell D/C Rains D/B
' Dorovan D Lloyd B Ramsey D
Dothan B Lockhart B Ranger C
Stormwater Management and Calculations 3-6 July 2007
C
Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas Y
Cover description
Curve members for
--hydrologic soll group
Cover type and hydrologic condition
Average percent
impervious area ?/
A B C D
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) y:
Poor condition (grass cover < 50%) .......................................... 68 79 86 89
Fair condition (grass cover 50% to 7616) .................................. 49 69 79 84
Good condition (grass cover > 76%) ......................................... 39 61 74 .80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding rigl"-way) ............................................................. 98 98 98 98
Streets and roads:
Paved, curbs and storm sewers (excluding
right-of-way) ................................................................................ 98 98 98 98
Paved; open ditches (including right-of-way) .......................... 83 89 92 93
Gravel (including right-of-way) ................................................. 76 86 89 91
Dirt (including right-of-way) ...................................................... 72 82 87 89
Western desert urban arras:
Natural desert landscaping (pervious areas only) -V ..................... 63 77 85 88
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 2-inch sand or gravel mulch
and basin borders)
...................................................................... 96 ` 96 96 96
Urban districts:
Commercial and business ................................................................. 85 89 92 94 95
Industrial ............................................................................................. 72 81 88 91 93
Residential districts by average lot size:
I/8 acre or less (town houses) .......................................................... 65 77 85 90 92
1/4 acre ................................................................................................ 38 61 75 83 87
U3 acre ................................................................................................ 30 67 72 81 86
U2 acre ................................................................................................ 26 54 70 80 85
1 acre ................................................................................................... 20 51 68 79 84
2 acres .................................................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) d..__._..-__.._.._.____._........_......_._. 77 86 91 94
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
Average runoff condition, and 4 - 0.2S.
= The average percent impervious area shown was used to develop the composite CWL Other assumptions are as follows: impervious seem are
directly connected to the drainage system, Impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2.3 or 2.4.
s CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using tigures 23 or 2d based on the impervious area percentage
(CN . 98) and the pervious area CN. The pervious area CFs are assumed equivalent to desert shrub in poor hydrologic condition.
6 Composite CWs to use for the design of temporary marines during gradhn f and construction should be computed using figure 23 or 2.4
based on the degree of development (impervious area percentage) add the CWs for the newly graded pervious was.
(210-WTR56, Second Ed., June 19" 2-5
1
Hydraflow Table of Contents 4024HYDROFLOW.gpw
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jul 8, 2008
' Watershed Model Schematic ................................................................................... 1
Hydrograph Return Period Recap ....................................................... 2
' ....................
1 -Year
' Summary Report .......................................................................................................................
Hydrograph Reports ................................................................................................................. 3
4
Hydrograph No. 3, Reservoir, ROUTE 1 ................................................................................ 4
Pond Report - POND #1 ...........................................
. 5
' .
.......................................................
2 -Year
Summary Report ... ................................... 6
' ...............................................................................
Hydrograph Reports ...................
Hydrograph No. 3, Reservoir, ROUTE 1 ................................................................................ 7
' OF Report ................................................................................................................. 8
1 1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
1
2
3¦
Legend
Hyd. origin Description
1 SCS Runoff Pre-Developed Flow
2 SCS Runoff Post-Developed Storm
3 Reservoir ROUTE 1
Project: 4024 HYDROFLOW.gpw Tuesday, Jul 8, 2008
L
C
P
0
u
L
Hydrograph Return Period R?cq
y ra Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 2.365 3.793 ------ ------ ------- ------- ----- ------- Pre-Developed Flow
2 SCS Runoff ----- 6.267 8.217 ------ ------ ------- ----- ----- ----- Post-Developed Storm
3 Reservoir 2 2.258 3.709 ------ ------- ------- ------- ----- ------ ROUTE 1
Proj. file: 4024 HYDROFLOW.gpw Tuesday, Jul 8, 2008
3
Hydrograph Summary Report' ydraflow Hydrographs Extension for AutoCAD®Civil 3D@2009 by Autodesk, Inc. v6.066
1
1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 2.365 1 716 4,281 ------ ----- ------ Pre-Developed Flow
2 SCS Runoff 6.267 1 715 11,251 ------ ------ ----- Post-Developed Storm
3 Reservoir 2.258 1 721 10,706 2 1110.79 4,648 ROUTE 1
4024 HYDROFLOW.gpw Return Period: 1 Year Tuesday, Jul 8, 2008
Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
' ROUTE 1
' Hydrograph type
Storm frequency = Reservoir
= 1 yrs Peak discharge
Time to peak
Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2 - Post-Developed Storm Max. Elevation
Reservoir name = POND #1 Max. Storage
Tuesday, Jul 8, 2008
= 2.258 cfs
= 721 min
= 10,706 cuft
= 1110.79 ft
= 4,648 cuft
Storage Indication method used.
' ROUTE 1
Q (cfs) Hyd. No. 3 -- 1 Year
i.uu
' 6
00
.
' 5
00
.
4
00
.
3
00
.
2
00
.
1
00
.
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
. 0.00 0 00
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 3 - Hyd No. 2 T.T= Total storage used = 4,648 cuft
1800
Time (min)
Pond Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jul 8, 2008
Pond No. 1 - POND #1
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 1109.33 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 1109.33 1,727 0 0
0.50 1109.83 2,620 1,087 1,087
3.00 1112.33 4,819 9,299 10,386
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.75 16.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
Span (in) = 24.00 0.75 11.25 0.00 Crest El. (ft) = 1111.33 0.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 1109.00 1109.33 1110.00 0.00 Weir Type = Rect --- --- ---
Length (ft) = 30.00 0.25 0.25 0.00 Multi-Stage = Yes No No No
Slope (%) = 3.00 1.00 1.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 ExFI.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B CIv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 1109.33 0.00 0.00 0.00 -- 0.00 -- --- --- --- --- 0.000
0.50 1,087 1109.83 0.69 is 0.01 is 0.00 --- 0.00 --- --- --- --- -- 0.010
3.00 10,386 1112.33 22.78 is 0.00 is 1.50 is --- 21.26s - -- -- -- --- 22.76
n
L
0
7
J
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD® Civil 3D@2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 3.793 1 716 6,657 ------ ------ ------ Pre-Developed Flow
2 SCS Runoff 8.217 1 715 14,944 ----- ---- ------ Post-Developed Storm
3 Reservoir 3.709 1 720 14,383 2 1111.10 5,814 ROUTE 1
4024 HYDROFLOW.gpw Return Period: 2 Year Tuesday, Jul 8, 2008
Hydrograph Report
7
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
' ROUTE 1
Hydrograph type = Reservoir
' Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Post-Developed Storm
' Reservoir name = POND #1
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, Jul 8, 2008
= 3.709 cfs
= 720 min
= 14,383 cuft
= 1111.10 ft
= 5,814 cuft
Storage Indication method used.
' ROUTE 1
Q (cfs) Hyd. No. 3 -- 2 Year
n nn
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 180 360 540 720 900 1080 1260 1440
Hyd No. 3 Hyd No. 2? Total storage used = 5,814 cuft
W 0.00
1620
Time (min)
11
Hydraflow Rainfall Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 69.8703 13.1000 0.8658 -------
3 0.0000 0.0000 0.0000 --------
5 79.2597 14.6000 0.8369 -------
10 88.2351 15.5000 0.8279 --------
25 102.6072 16.5000 0.8217 ------
50 114.8193 17.2000 0.8199 -------
100 127.1596 17.8000 0.8186 --------
File name: SampleFHA.idf
Intensity = B / (Tc + D)^E
Tuesday, Jul 8, 2008
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.96 3.59 1.00 4.56 5.33 6.39 6.80 8.15
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 6.50 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.00
1
1
1
1
1
1
1
1
1
Hydraflow Table of Contents
4024 HYDROFLOW ONE INCH.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Tuesday, Jul 8, 2008
Watershed Model Schematic ................................................................................... 1
Hydrograph Return Period Recap ........................................................................... 2
1 -Year
Summary Report ....................................................................................................................... 3
Hydrograph Reports ................................................................................................................. 4
Hydrograph No. 2, Reservoir, ROUTE 1 ................................................................................ 4
Pond Report - POND #1 .................................................................................................... 5
OF Report ................................................................................................................. 6
1 1
M Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
2
Legend
Hvd. Ori in Description
1 SCS Runoff 1-INCH Rainfall
2 Reservoir ROUTE 1
Project: 4024 HYDROFLOW ONE INCH.gpw
Tuesday, Jul 8, 2008
2
Hydrograph Return Period Rqcq
' y ra Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
N Hydrograph
t Inflow
H Peak Outflow (cfs) Hydrograph
o. ype
(origin) yd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr description
1
2 SCS Runoff
Reservoir ------
1 0.327
0.011 ------
------- -------
----- -----
------- ------
---- -------
------ -------
------ ------
---- 1-INCH Rainfall
ROUTE 1
Proj. file: 4024 HYDROFLOW ONE INCH.gpw Tuesday, Jul 8, 2008
1 3
Hydrograph Summary Report,' ydraflow Hydrographs Extension for AutoCAD® Civil 31D@2009 by Autodesk, Inc. v6.066
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 0.327 1 151 1,478 ------ ------ ---- 1-INCH Rainfall
2 Reservoir 0.011 1 363 1,262 1 1109.90 1,361 ROUTE 1
4024 HYDROFLOW ONE INCH.gpw Return Period: 1 Year Tuesday, Jul 8, 2008
Hydrograph Report
¦
Tuesday, Jul 8, 2008
. Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
ROUTE 1
Hydrograph type
Storm frequency = Reservoir
= 1 yrs
Time interval = 1 min
Inflow hyd. No. = 1 - 1-INCH Rainfall
' Reservoir name = POND #1
4
Peak discharge = 0.011 cfs
Time to peak = 6.05 hrs
Hyd. volume = 1,262 cuft
Max. Elevation = 1109.90 ft
Max. Storage = 1,361 cuft
Storage Indication method used.
' ROUTE 1
Q (cfs) Hyd. No. 2 -- 1 Year
? n r_ n
0 5 10 15 20 25 30 35 40
rT
- yd No. 2 -Hyd No. 1 !11 Total storage used = 1,361 cult
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
45 50
Time (hrs)
1
1
1
Pond Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066 Tuesday, Jul 8, 2008
Pond No. 1 - POND #1
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 1109.33 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 1109.33 1,727 0 0
0.50 1109.83 2,620 1,087 1,087
3.00 1112.33 4,819 9,299 10,386
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 0.75 0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
Span (in) = 24.00 0.75 0.00 0.00 Crest El. (ft) = 1112.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 1109.00 1109.33 0.00 0.00 Weir Type = Rect -- -- -
Length (ft) = 30.00 0.25 0.00 0.00 Multistage = Yes No No No
Slope (%) = 3.00 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
' Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 1109.33 0.00 0.00 - 0.00 - 0.000
0.50 1,087 1109.83 0.69 is =__
0.01 is _
0.00 =__ ___ ___ ___ __
0.010
3.00 10,386 1112.33 10.15 is 0.02 is --- --- 10.10 --- --- --- --- --- 10.12
1
Hydraflow Rainfall Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Jul 8, 2008
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 69.8703 13.1000 0.8658 -------
3 0.0000 0.0000 0.0000 ------
5 79.2597 14.6000 0.8369 -------
10 88.2351 15.5000 0.8279 --------
25 102.6072 16.5000 0.8217 --------
50 114.8193 17.2000 0.8199 --------
100 127.1596 17.8000 0.8186 ------
' File name: SampleFHA.idf
1
Intensity = B / (Tc + D)^E
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc = time in minutes. Values may exceed 60.
D-in filo --- MIC IAIr`4.1 CTr%DKA --
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
SCS 6-Hr 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
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